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WPO201500046 Plan - VSMP 2015-09-09
F, SHEET NO. DRAWING NO. 1 OF 24 C-1 2 OF 24 C-2 6 OF 24 C-6 7 OF 24 C-7 13 OF 24 C-13 14 OF 24 C-14 15 OF 24 C-15 16 OF 24 C-16 18 OF 24 C-18 19 OF 24 C-19 20 OF 24 C-20 21 OF 24 C-21 CANT.J...J.._.z... U.:zy Fl"NAII..d PI.I..AN AMENIDMENT. TITLE COVER SHEET GENERAL NOTES, ABBREVIATIONS & LEGEND EXISTING CONDITIONS & DEMOLITION PLAN—PHASE 1 EXISTING CONDITIONS & DEMOLITION PLAN—PHASE 2 BMP ANALYSIS/STORM DRAINAGE AREA MAP STORM DRAIN CALCULATIONS UNDERGROUND DETENTION CALCULATIONS RAIN GARDEN DETAILS EROSION AND SEDIMENT CONTROL PLAN—PHASE 1 EROSION AND SEDIMENT CONTROL PLAN—PHASE 2 EROSION AND SEDIMENT CONTROL NARRATIVE & DETAILS EROSION AND SEDIMENT CONTROL DETAILS ALB_hw__'MARLr._. COUNTY, VIRGINIA SITE DATA SDP DEVELOPER/APPLICANT: WESTMINSTER—CANTERBURY ENGINEER: WW ASSOCIATES, INC 1988-103 OF THE BLUE RIDGE 3040 AVEMORE SQUARE PLACE 250 PANTOPS MOUNTAIN ROAD CHARLOTTESVILLE, VA 22911 CHARLOTTESVILLE, VIRGINIA 22911 (434) 984-2700 ATTN: HERBERT F. WHITE III, P.E. '"'0 2015-00046 Wr EMAIL: HWHITE®WWASSOCIATES.NET NOTES: 1. THE PURPOSE OF THESE PLANS IS TO SHOW THE BUILDING DEVELOPMENT PLAN FOR REPLACING 5 RESIDENTIAL DUPLEXES WITH 5 SINGLE FAMILY HOMES AND CONSTRUCTING A PARK WITH ADJACENT (PARKING. 2. MAINTAIN ACCESS TO EXISTING DEVELOPMENT ROADS AT ALL TIMES. WHEN CROSSING ROADWAY IS REQUIRED, INSTALL PROTECTIVE CONSTRUCTION MATTING AND WARNING SIGNS. PROVIDE FLAG MEN AND ANY OTHER TRAFFIC CONTROLS, INCLUDING TEMPORARY LANES AS REQUIRED TO MAINTAIN ACCESS. 1 1 ADDRESSED COUNTY COMMENTS N0. SHEET REVISION RU 1 8-21--15 BY I DATE I NO. SHEET REVISION DARDEN TOWE PARK WW ASSOCIATES AVEMORE �° —PANTOPS SHOPPING CENTER SITE RIVER VIEW PARK 64 G �R�goNB� ,uCKM0 64 MARTHA `1 KEs«ICK -> JEFFERSON W-manowRIVANNA RIVER HOSPITAL VICINITY MAP SCALE: 1 "=2000' ALBEMARLE COUNTY DEPARTMENT APPROVAL: APPROVALS DATE DEPARTMENT OF CONEMUNITY DEVELOPMENT PLANNING/ZONING ENGINEER INSPECTIONS ARB DEPARTMENT OF FIRE, & RESCUE ALBERMARLE COUN'T'Y SERVICE AUTHORITY VIRGINIA DEPARTMENT OF TRANSPORTATION HEALTH DEPARTMENT BY I DATE '41 `S10XAL SOURCE OF TITLE: THE PROPERTY AS SHOWN ON THIS PLAN IS THE PROPERTY CONVEYED UNTO WESTMINSTER—CANTERBURY OF THE BLUE RIDGE, BY THAT CERTAIN DEED DULY ON RECORD IN THE CLERK'S OFFICE OF THE CIRCUIT COURT OF THE COUNTY OF ALBEMARLE, VIRGINIA IN D.B. 1594, PG. 087, AND IS INDICATED AS TAX MAP PARCEL TMP 78-055A6. SOURCE OF BOUNDARY SURVEY: WW ASSOCIATES, INC (PROJECT LOCATION ONLY) DATED: JUNE 2015 SOURCE OF TOPOGRAPHY: WW ASSOCIATES, INC BY FIELD SURVEY PERFORMED ON: JUNE 2015 COUNTY, STATE: ALBEMARLE COUNTY, VA MAGISTERIAL DISTRICT: RIVANNA WATER PROTECTION AREA: N/A (NON—WATER SUPPLY WATERSHED) TAX MAP/PARCEL: 78-055A6 ZONING: PRD (PLANNED RESIDENTIAL DEVELOPMENT) ZMA RELATED TO PROFFERS ZMA-1997-00003 OVERLAY (DISTRICT: ENTRANCE CORRIDOR EXISTING USE: RESIDENTIAL PROPOSED USE: RESIDENTIAL AND RECREATION TRASH: INDIVIDUAL TRASH CONTAINERS AND DUMPSTERS YARD REQIUIREMENTS: THERE ARE NO MINIMUM OR MAXIMUM LOT WIDTHS OR DEPTH REQUIREMENTS. BUILDING HEIGHTS: 26' TO PEAK BUILDING UNITS: 5 SINGLE FAMILY BUILDING SETBACKS: 20' FROM PROPERTY LINE ENOINEERS SURVEYORS PLANNERS ASSOCIATES PO Box 4119 3040 Avemore Square PI. Lynchburg, VA 24502 Charlottesville, VA 22911 Phone: 434316.6080 Phone_ 434.984.2700. www.wwassociates net AP'PnOi'W by the Albemarle Couri±y Community Development Depaftme :: Date o ( S File DESIGNED BY: PROJECT: ADB WESTMINSTER -CANTERBURY DRAWN BY. FINAL SITE PLAN AMENDMENT REG ALBEMARLE COUNTY VA TITLE: DIHR BY: COVER SHEET HFW WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: 21501 1.04 501104C_CS_VSMP.dwg CML H: AS SHOWN V. N A 7/15/15 SET REV. NO. 1 DRAWING NUMBER: C-1 SHEET NUMBER: 1 of 24 �__ PARKING: TOTALS BASED ON APPROVED MINOR SITE PLAN AMENDMENT NEW DEVELOPMENT SDP 2006-109 DATED MAY 17, 2007 (499 + 74 A. TOTAL REQUIRED = 499 B. TOTAL PROVIDED: 753 B. TOTAL PROVIDED = 660 + 27) C. HANDICAP REQUIRED =13 (2 VAN ACCESSIBLE) ACCESSIBLE) (13 + D. HANDICAP PROVIDED = 28 (8 VAN ACCESSIBLE) 31 (10 VAN TOTALS FOR NEW DEVELOPMENT SDP 2011-0084 5 + 6 + 2) A. SPACES LOST DUE TO NEW DEVELOPMENT: 41 CORRECTION B. SPACES REQUIRED FOR NEW DEVELOPMENT: 74 HANDICAP SPACES BASED ON THE ADA REQUIREMENT OF 2% 8 1 BR UNITS X 1.5 SPACES/UNIT = 12 SPACES 501 TO 1000 SPACES ARE PROVIDED. 26 2BR UNITS X 2 SPACES/UNIT = 52 SPACES SITE PLAN SDP -2000-040 ESTIMATED 10 NEW EMPLOYEES = 10 SPACES SITE PLAN C. SPACES PROVIDED WITH NEW DEVELOPMENT = 95 SITE PLAN D. HANDICAP SPACES LOST DUE TO NEW DEVELOPMENT: 5 SPECIAL USE E. HANDICAP SPACES REQUIRED WITH NEW DEVELOPMENT: 4 (1 VAN ACCESSIBLE) F. HANDICAP SPACES PROVIDED WITH NEW DEVELOPMENT: 6 (0 VAN ACCESSIBLE) TOTAL FOR NEW DEVELOPMENT SDP 2012-00021 H. A. TOTAL PROVIDED: 28 NEW SPACES I. TOTALS FOR NEW DEVELOPMENT (THIS SUBMISSION) STAINLESS STEEL A. SPACES LOST DUE TO NEW DEVELOPMENT: 16 HK HOOK (NO LONGER REQUIRED BECAUSE OF 4 REMOVED DUPLEX UNITS) SANITARY SEWER MANHOLE B. TOTAL REQUIRED SPACES FOR 5 SINGLE FAMILY UNITS = 10 ID C. SPACES CONVERTED FROM HANDICAP TO REGULAR SPACES: 2 STATION D. SPACES CONVERTED FROM REGULAR SPACES TO HANDICAP: 2 INV E. HANDICAP SPACES LOST DUE TO NEW DEVELOPMENT: 0 STANDARD F. TOTAL PROVIDED = 27 (NEW SPACES, NOT INCLUDING EXISTING SPACES BEING MODIFIED) G. HANDICAP SPACES REQUIRED WITH NEW DEVELOPMENT: 2 (1 VAN ACCESSIBLE) H. NEW HANDICAP SPACES PROVIDED WITH NEW DEVELOPMENT: 2 (2 VAN ACCESSIBLE) IRON PIN FOUND (NEW SPACES, NOT INCLUDING EXISTING SPACES BEING MODIFIED) SIDEWALK TOTALS FOR EXISTING AND NEW DEVELOPMENT REZONING A. TOTAL REQUIRED: 567 (499 + 74 - 16 + 10) SDP -1988-103 B. TOTAL PROVIDED: 753 (660 - 41 + 95 + 28 - 16 + 27) C. HANDICAP REQUIRED: 16* (2 VAN ACCESSIBLE) (13 + 4 -1 [SEE NOTE BELOW]) D. HANDICAP PROVIDED: 31 (10 VAN ACCESSIBLE) (28 - 5 + 6 + 2) NOTE: * THESE CALCULATIONS ARE BASED ON THE BEST INFORMATION AVAILABLE FROM PREVIOUSLY APPROVED SITE PLANS. A CORRECTION HAS BEEN MADE TO THE MINIMUM NUMBER OF REQUIRED HANDICAP SPACES BASED ON THE ADA REQUIREMENT OF 2% OF THE TOTAL PARKING PROVIDE WHEN 501 TO 1000 SPACES ARE PROVIDED. B. SITE PLAN PREVIOUS COUNTY OF ALBEMARLE APPROVALS INCLUDING OR ADJACENT TO THIS SITE PLAN: A. REZONING ZMA-1987-009 B. SITE PLAN SDP -1988-103 C. REZONING ZMA-1997-003 D. REZONING ZMA-1999-009 E. SITE PLAN SDP -1991-048 F. SITE PLAN SDP -2006-109 G. SITE PLAN SDP -2008-017 H. SITE PLAN SDP -2011-069 OTHER PREVIOUS COUNTY OF ALBEMARLE APPROVALS: A. SITE PLAN SDP -1998-003 B. SITE PLAN SDP -2000-040 C. SITE PLAN SDP -2000-145 D. SITE PLAN SDP -2001-010 E. SPECIAL USE 2010-023 F. SITE PLAN SDP -2010-002 G. SITE PLAN SDP -2011-084 H. SITE PLAN SDP -2012-021 I. SITE PLAN SDP -2014-055 ABBREVIATIONS AFF ABOVE FINISHED FLOOR FH FIRE HYDRANT RCP REINFORCED CONCRETE PIPE AHD AHEAD FM FORCEMAIN REQ'D REQUIRED ARV AIR RELEASE VALVE FL FLUORIDE RT RIGHT BC BACK OF CURB FOC FACE OF CURB R/W RIGHT OF WAY BF BLIND FLANGE GALV GALVANIZED SAN SANITARY SEWER BFF BASEMENT FINISHED FLOOR GV GATE VALVE SBL SOUTH BOUND LANE BM BENCH MARK HB HORIZONTAL BEND SD STORM DRAIN BK BACK HC HANDICAP SQ SQUARE BOV BLOW OFF VALVE HDPE HIGH DENSITY POLYETHELENE: S.S. STAINLESS STEEL CAN CABLE TELEVISION HK HOOK SSMH SANITARY SEWER MANHOLE CG CURB & GUTTER ID INNER DIAMETER STA STATION CIP CAST IRON PIPE INV INVERT STD STANDARD > > CENTER LINE IPS IRON PIN SET STL STEEL C.L. CHAIN LINK IPF IRON PIN FOUND SW SIDEWALK CMP CORRUGATED METAL PIPE JB JUNCTION BOX TBA TO BE ABANDONED CO CLEAN OUT LAT LATERAL TBR TO BE REMOVED CONC CONCRETE LF LINEAR FEET TC TOP OF CURB CPP CORRUGATED PLASTIC PIPE LT LEFT TS&V TAPPING SLEEVE AND VALVE CY CUBIC YARDS MH MANHOLE TYP TYPICAL D.I. DUCTILE IRON NBL NORTH BOUND LANE UG UNDERGROUND DIA DIAMETER NIC NOT IN CONTRACT LION UNLESS OTHERWISE NOTED DIP DUCTILE IRON PIPE NTS NOT TO SCALE VB VERTICAL BEND EL ELEVATION O.C. ON CENTER VHD VEHICLES PER DAY ELEC ELECTRIC PE POLYETHYLENE W WATER EOP EDGE OF PAVEMENT PGL PROFILE GRADE LINE WL WATER LINE EOTL EDGE OF TRAVEL LANE PROP PROPOSED WM WATER METER EQPT EQUIPMENT PS PLANTED STONE FOUND WT WATERTIGHT EX OR EXIST EXISTING PVC POLYVINYL CHLORIDE WWF WOVEN WIRE FABRIC FF FINISHED FLOOR PVMT PAVEMENT YDS YARDS 1. THE SIZE OF THE SYMBOLS MAY VARY FROM THOSE SHOWN. 2. ALL SYMBOLS AND ABBREVIATIONS SHOWN MAY NOT BE USED. EX. SYMBOL LEGEND NEW EXISTING • BENCHMARK/FFE U BOLLARD 0 - - 0 BOREHOLE 0 — - - —R/W— - - —R/W- 0 BUILDING COLUMN ❑o - - - - - - BUSH - - © CABLE BOX © — - - --R/W— - - —R/W— CEMETERY © --------- %I CONIFEROUS TREE DECIDUOUS TREE OHCT OHCT DRAINAGE INLET GRATE E4 UGCT UGCT DRILL HOLE Q OHT OHT ELECTRIC PANEL BOX 0 UGT UGT 0 ELECTRIC PEDESTAL FE > > > Efl ELECTRIC TRANSFORMER ED — — — V ELECTRIC MAN HOLE FIRE HYDRANT b FLAG POLE b © GAS MAN HOLE— GM GAS METER ®M GAS VALVE © GENERATOR t GROUND LIGHT GUY POLE —0-0-0-0 HANDICAPPED PARKING ❑ ❑ ❑ ❑Fi HEAT PUMP 0 0 0 0 0 IRON PIN 0 GAS GAS LIGHT POLE C TOB TOB MAILBOX O H E O H E Q MONITORING WELL ® UGE UGE © MONUMENT FOUND - MONUMENT SET 0 ® PANEL POINT $ POWER METER ® - - Q� POWER POLE 0 FM FM ROAD SIGN SAN o SAN ® SANITARY CLEAN OUT (D OS SANITARY SEWER MAN HOLE C SgP SIAMESE CONNECTION — — SIGN 0 SPRINKLER HEAD OHU OHU OD STORM DRAIN MAN HOLE O UGU UGU TRAFFIC LIGHT POLE Fol W W W TELEPHONE MAN HOLE— TELEPHONE PEDESTAL $ TELEPHONE POLE 43- Z ® TELEPHONE JUNCTION BOX ® TEST P IT IP 69 ® TRAFFIC CONTROL BOX z DI TRAFFIC JUNCTION BOX Ul 0 TRAVERSE 0 E UTILITY MARKER POST H CO-) UTILITY POLE COL.) 0 VENT PIPE 0 OW WATER MAN HOLE WATER METER wv WATER VALVE wv OW WELL In YARD GRATE LINETYPE LEGEND BUILDING OVERHEAD ADJACENT PROPERTY LINE ADJACENT RIGHT-OF-WAY BUILDING COLUMN BOUNDARY PROPERTY LINE BOUNDARY RIGHT-OF-WAY BUILDING SETBACK BUSH LINE CAN OVERHEAD CAN UNDER GROUND TELEPHONE OVERHEAD TELEPHONE UNDER GROUND DITCH CENTER LINE EASEMENT CONSTRUCTION AND GRADING EASEMENT SLOPE EASEMENT SANITARY SEWER EASEMENT STORM EASEMENT STORMWATER MANAGEMENT EASEMENT UTILITIES EASEMENT WATER FENCE BARBED WIRE GUARD RAIL FENCE CHAIN LINK FENCE WOOD FENCE WOVEN WIRE GAS UNDER GROUND TOP OF BANK ELECTRIC OVERHEAD ELECTRIC UNDER GROUND RAILROAD CENTERLINE STREAM CENTERLINE PAVEMENT ASPHALT ROAD CENTERLINE SANITARY FORCEMAIN SANITARY SEWER STORM SEWER TOPO MAJOR CONTOUR TOPO MINOR CONTOUR TREELINE UTILITY OVERHEAD UTILITY UNDER GROUND WATERLINE WETLAND LIMITS NEW — - --R/W— - - —R/W- - - - —R/W - - —R/W- - - - - - - - - - - - —0 R/W- -0 0 0 0 a o 0 DESIGNED BY: PROJECT: SET REV. NO. °F �f RU WESTMINSTER -CANTERBURY ENGINEERS FINAL SITE PLAN AMENDMENT 1 r_v/ SURVEYORS DRAWNREG ALBEMARLE COUNTY, VA DRAWING NUMBER: TITLE: tE .). 122 PLANNERS DIHR BY: GENERAL NOTES, ABBREVIATIONS & LEGEND C-2 Z,_,SwASSOCIATES HFWPO Box 4119 3040 Avemore Square Pl. SHEET NUMBER: Lynchburg, VA 24502 ChM.rt wflle,VA22911 WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DA{ dAL Phone: 431.316.6080 Phone: 434.984.2700CML H: N/A2 / 24NO. SHEET REVISION BY DATE N0. SHEET REVISION BY DATE r.L:� Wµw.wwassociales.net 21501 1,04 5011040 ND1.dwg V. N A 7/15/15 O W) N / ►-, bn Ch 3 0 U) O O C: 0 E G E Q O iL m 0 O 0 w C4 a Irl 3 3 0 W) C4 i E4 Virginia Runoff Reduction Method ReDevelopment Worksheet -v2.8 -June 2014 0.52 To be used wl2011 BMP Standards and Specifications Past -Development Load (TP) (iblyr) Maximum % Reduction Required Below a Site Data - Pre-ReDeWopment ; Total Rainfall= 43 inches - -.. TP Load Reduction Required fo54 Project Name: WCBR Housing & Park :::....:::. Date: 07-14-15 tion Required ford - _._..... ..... _ ..... -- .... _ .__ ........... - - - - ------ A Soils B Soils Redeveloped Area Total % of Total 0.73 :'data input cells mus Are(Ibtyr) Nt;�� ii Total Load Reduction Required calculation cellsXXX M #N/A _ . _ _ .... ._ _.... _.. _ .... - ...._ constant glues 0.98 Post -Development Load (TN) (iblyr 14 5j Post-ReDevelopment Project St Land Cover Information Total Disturbed Acreage 1';;?1 Constants 0.001 0.731 0.001 0.001 Annual Raintll (inches) 43 DESCRIPTION WESTMINSTER CANTERBURY 1.711 100.00 Target Rainfall Event (inches) 1.00 Phosphorus EMC (mg/L) 0.26 0 Nitrogen EMC (mg/L)l 1.86 , .Target Phosphorus Target Load (Iblacre/yr) 0.41 Pj 0.90 OF 1 0 - Pre-ReDevelopment Land Cover (acres) CL AREA A soils B Soils C Soils D Soils Totals Forest/Open Space (acres) - undisturbed, INVERT W CAPA- FLOW protected forestlopen space or reforested land 0:00 N S' TO N � Managed Turf (acres) -- disturbed, graded for TIME y O ELEVATIONS LENGTH SILOPE ' MANNING'S yards or other turf to be mowed/managed 0.00 1.25 0.00 TOP INLET 0.00 p tri CLrn Impervious Cover (acres) 0.00; 0.46 0.00 (rc) 0.00 '' 0 46 - - a = C Total 1 ?1 (FULL) Post -Re Development Land Cover (acres) d > o tai _ A soils B Soils C Soils D Soils Totals Forest/Open Space (acres) - undisturbed, INCRE- ACCUM- 3 UIIHR CFS ° w _= FT _FFT-wr protected torest/open space or reforested land 0.00 0.00 0.00 rn 0.0017b0 + Fr Managed Turf (acres) -disturbed, graded for tM CL MENT ULATED yards or other turf to be mowed/managed 0.00 0.98 O.tltl 0.000 9g Impervious Cover (acres) 0.00 :0.73:: 0.00 ° 0.00 tl.73 -. (4) (5) (6) Total .,.:1,71 t�1i - Area Check Okay Okay Okay Okay _ Rv Coefficients (16) (17) - A soils B Soils C Soils D Soils REMARKS Forest/Open Space 0.02 0.03 0.04 0.05 - Managed Turf 0.15 0.20 0.22 0.25 U Impervious Cover 0.95 0.95 0.95 0.95 U Land Cover Summary Listed Adjusted' Land Cover Summary Land Cover Summary Forest/Open Space Cover (acres) Composite Rv(forest) % Forest Managed Turf Cover (acres) Composite Rv(turt) % Managed Turf impervious Caner (acres) Rv(impervious ) % Impervious Total Site Area (acres) Site Rv Pre -Development Treatment Volume (acre -ft) Pre -Development Treatment Volume (cubic feet) Pre -Development Load (TP) Ob/yr) 'Adjusted Land Cover Summary reflects the pre redevelopment land cover minus the pervious land cover (forest/open space or managed turf) acreage proposed for new impervious cover. The adjusted total acreage is consistent with the Post Redevelopment acreage (minus the acreage of new impervious cover). The load reduction requriement for the new impervious cover to meet the new development load limit is computed in Column 1. Pre Development Load (TN) Ob/yr) 11,.21. Project: Westminster Canterbury WWA Project Number: 215011 Al Total New Dev. Site Area (acres)) IR_0`27 New Dev. Site Post -Development Treatment Volume (acre -ft) Past -Development Treatment Volume (cubic feet) 1 +Load (TP) {fb/yr) 0.52 Post Development Treatment Volume (ft 3) Past -Development Load (TP) (iblyr) Maximum % Reduction Required Below a " � s - Pre-ReDeWopment ; Total Rainfall= 43 inches - -.. TP Load Reduction Required fo54 ��� :::....:::. 0.98 tion Required ford - _._..... ..... _ ..... -- .... _ .__ ........... - - - - ------ A Soils B Soils Redeveloped Area Total % of Total 0.73 Forest (acres) mus Are(Ibtyr) Nt;�� ii Total Load Reduction Required 1. M #N/A (Ibtyr)' 1` 0.98 Post -Development Load (TN) (iblyr 14 5j Virginia Runoff Reduction Method ReDevelopmentWorksheet - v2.8 - June 2014 0.52 Post Development Treatment Volume (ft 3) 3229 Post Development TP Load (ib/yr) Update Summary Sheet Site Data Summary 14.51 Total TP Load Reduction Required (ib/yr) ; Total Rainfall= 43 inches - -.. Print Site Land Cover Summary 0.73 0.00 0.00 0.98 d O - _._..... ..... _ ..... -- .... _ .__ ........... - - - - ------ A Soils B Soils C Soils D Soils Total % of Total 0.73 Forest (acres) 0.00 0.00 0.00 0.00 0.00 0.00 #N /A #N/A Turf (acres) 0.00 0.98 0.00 0.00 0.98 57.31 _ Impervious (acres) 0.001 0.731 0.001 0.001 0.731 42.69 DESCRIPTION WESTMINSTER CANTERBURY 1.711 100.00 Site Rv 0.52 Post Development Treatment Volume (ft 3) 3229 Post Development TP Load (ib/yr) 2.03 Post Development TN Load (Ib/yr) 14.51 Total TP Load Reduction Required (ib/yr) 0.76 Total Runoff Volume Reduction (ft) 1084 Total TP Load Reduction Achieved (Ib/yr) 1 Total TN Load Reduction Achieved (Ib/yr) 5.79 Adjusted Post Development TP Load (Ib/yr) 1.24 Remaining Phosphorous Load Reduction (Lb/yr) Required 0:00 Drainage Area Summa Stormwater Inlet Computations . - --.. ENoINEERS By: JD6 SURVEYORS PLANNERS Date: 07/14/15 f AssociATEs .. INLET D.A. A D.A. A D.A. B D.A. C D.A. D D.A. E Total TP Load Red. (Ib/yr) 0.04 Forest (acres) 0.00 0.00 0.00 0.00 0.00 0.00 0.31 0.08 Turf (acres) 0.23 0.02 0.73 0.00 0.00 0.98 d O 0.00 Impervious (acres) 1 0.27 0.01 0.45 0.00 0.00 0.73 O Drainage Area Compliance Summary COUNTY ALBEMARLE .-` 1.71 Stormwater Inlet Computations . - --.. ENoINEERS By: JD6 SURVEYORS PLANNERS Date: 07/14/15 f AssociATEs .. INLET D.A. A D.A. B D.A. C D.A. D D.A. E Total TP Load Red. (Ib/yr) 0.04 0.01 0.73 0.00 0.00 0.78 TN Load Red. (Ib/yr) 0.31 0.08 5.40 0.00 0.00 5.79 Stormwater Inlet Computations . - --.. ENoINEERS By: JD6 SURVEYORS PLANNERS Date: 07/14/15 f AssociATEs .. INLET HYDROLOGY CURB INLETS CURB SAG INLETS ONLY GRATE INLET ONLY Practice A Soils B Soils C Soils WWA PROJECT NUMBER _ Forest (acres) 0.00 0.00 0.00 0.00 0.00 0100 w a d O 0.00 _ Impervious (acres) C O 0.00 O N COUNTY ALBEMARLE .-` O #N /A #N/A D.A. E CN N (A #N/A ED C _ DESCRIPTION WESTMINSTER CANTERBURY PARKING LOT 0 SHEET 1 OF 1 0 CL AREA RUN- INLET CL RUNOFF INVERT W CAPA- FLOW N S' TO N � CA TIME y O ELEVATIONS LENGTH SILOPE DIA MANNING'S w VEL O C TOP INLET INLET DEPTH p tri CLrn POINT "A" J (rc) 0,Q) m a = C d n (FULL) (FULL) d > o tai _ to v v ACRES U) INCRE- ACCUM- 3 UIIHR CFS ° w _= FT _FFT-wr d °! v `' a`) > rn FT Fr 6 �' tM CL MENT ULATED END END t u- 2 M ° N (2) ° (4) (5) (6) tM 2 t- t�1i - (10) (11) (12) 1(13) _ (15) (16) (17) (18) = (20) (21) REMARKS Z 2 - - - -- = _ U 4 `- d J U m to 7.7 2.1 �S 573.84 O m r 2 = CL _ - ) N 0) ° >3 M t3 29.5 0_0 136 is = a to 3.7 TO EXIST PIPE 1 574.43 Z 2 ` 4i Q i N tli 4) J to 6 V �' = O v 1.07 582.49 rn CL 15 W 4.6 o c TO UGD PIPE 587.27 4.78 6 4 ' 0.59 E rn ' 67 5.60 C0a) 3 fl a R x o 8.3 8.1 IFROM UGD & EXIST. PIPE 587.89 6.35 n-- EX EX DI 0.20 .61 a° 5 rn 6.33 1 579.79 z 50.2 0.:0355 18 0.013 19.8 1 11.2 Cr U C7 4.75 > d C9 rn ai m m o .. CL U .- t=- _ a ,-: .-: F- Z r 0 h t7 U C) v a N n r LLI _ co V `� cF to X � tL fh F- Ia Cf U' _ r I-- Q J J 4 DI -3B 4.0 0.16 0.84 0.13 6.50 0.87 0.00 0.87 0.080 2.00 0.083 0.17 0.14 OA6 0,29 1.63 2.50 Curb Sump Inlet Drainage Area A Summary Land Cover Summary Credit Area (acres) STORM SEWER DESIGN Forest (acres) 0.00 0.00 Practice A Soils B Soils C Soils WWA PROJECT NUMBER 215011.04 Forest (acres) 0.00 0.00 0.00 0.00 0.00 0100 Turf (acres) 0.00 0.23 0.00 0.00 COMPUTATIONS Impervious (acres) 0.00 0.27 0.00 0.00 0.27 54.00 COUNTY ALBEMARLE 0 DISTRICT #N /A #N/A D.A. E CN 01 #N/A I #N/A #N/A DESCRIPTION WESTMINSTER CANTERBURY PARKING LOT SHEET 1 OF 1 AREA RUN- INLET RAIU RUNOFF INVERT CAPA- FLOW FROM TO DRAIN OFF CA TIME FALL O ELEVATIONS LENGTH SILOPE DIA MANNING'S CITY VEL TIME TOP INLET INLET DEPTH INLETN.. POINT POINT "A" COEF (rc) 0,Q) n (FULL) (FULL) REMARKS ELEVATIONS (H) ACRES C INCRE- ACCUM- MIN UIIHR CFS UPPER LOWER FT _FFT-wr IN CFS FPS SEC FT Fr MENT ULATED END END (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) 1(13) (14) (15) (16) (17) (18) (19) (20) (21) (22) 3 2 - - - -- - - 569.30 569.10 16.0 0_01 25 15 0.010 9.4 7.7 2.1 FROM POND 573.84 4.54 3 2 1 - - - - - - 568.90 588.50 29.5 0_0 136 15 0.010 9.8 1 8.0 3.7 TO EXIST PIPE 1 574.43 5.53 2 6 5 0.16 .84 0.16 0.16 1 6.7 1.07 582.49 582.38 22,0 0..00.50 15 0.013 4.6 3,7 5.9 TO UGD PIPE 587.27 4.78 6 4 EX 0.59 0.71 0.59 0.75 5 67 5.60 581.54 579.89 66,8 0..0247 15 0.013 10.2 1 8.3 8.1 IFROM UGD & EXIST. PIPE 587.89 6.35 4 EX EX DI 0.20 .61 020 0.95 5 6.7 6.33 1 579.79 578.01 50.2 0.:0355 18 0.013 19.8 1 11.2 4.5 1 EXIST. PIPE 584.54 4.75 EX Drainage Area A Summary Land Cover Summary 0.50 BMP Selections Practice Credit Area (acres) Downstream Forest (acres) 0.00 0.00 Practice A Soils B Soils C Soils D Soils Total % of Total Forest (acres) 0.00 0.00 0.00 0.00 0.00 0100 Turf (acres) 0.00 0.23 0.00 0.00 0.23 46.00 Impervious (acres) 0.00 0.27 0.00 0.00 0.27 54.00 0.50 BMP Selections Practice Credit Area (acres) Downstream Forest (acres) 0.00 0.00 Practice 2.a. Simple Disconnection to A/B Soils (Spec #1) impervious 0.04 Impervious (acres) 0.00 0.01 acres 0.00 0.00 0.73 61.86 disconnected 0.100 0.45 0.00 Total Impervious CoverTreamted (acres) 0.04 Total Turf Area Treated (acres) 0.00 Total TP Load Reduction Achieved In D.A. A (Ib/yr) 0.04 Total TN Load Reduction Achieved in D.A. A (Ib/yr) 0.31 Drainage Area B Summary Land Cover Summary 0.03 BMP Selections Practice A Soils B Soils C Soils D Soils Total % of Total Forest (acres) 0.00 0.00 0.00 0.00 0.00 0.00 Turf (acres) 0.00 0.02 0.00 0.00 0.02 66.67 Impervious (acres) 0.00 0.01 0.00 0.00 0.01 33.33 0.03 BMP Selections Practice Credit Area (acres) Downstream 0.00 Total TP Load Reduction Achieved In D.A. A (lb/yr) Practice 2.a. Simple Disconnection toA18Soils (Spec #1) impervious 0.01 0.00 0.00 Turf (acres) acres 0.00 0.00 0.73 61.86 disconnected 0.100 0.45 0.00 Total Impervious CoverTreatted (acres) 0.01 Total Turf Area Treated (acres) 0.00 Total TP Load Reduction Achieved In D.A. A (lb/yr) 0.01 Total TN Load Reduction Achieved in D.A. A (Ib/yr) 0.08 1.18 'BMP Selections Practice Credit Area (acres) Downstream Practice 2.g. To Rain Garden #2 (Micro-Bioretention #2) (Spec #9) impervious 0.33 acres disconnected Total Impervious CoverTreaded (acres) 0.33 Total Turf Area Treated (acres) 0.60 Total TP Load Reduction Achieved in D.A. A (ib/yr) 0.73 Total TN Load Reduction Achieved in D.A. A (Ib/yr) 5.40 Channel and Flood Protection A Soils B Soils C Solis D Solis Total %of Total Forest (acres) 0.00 0.00 0.00 0.00 0.00 0.00 Turf (acres) 0.00 0.73 0.00 0.00 0.73 61.86 impervious (acres) 0.100 0.45 0.00 0.00 0.45 38.14 1.18 'BMP Selections Practice Credit Area (acres) Downstream Practice 2.g. To Rain Garden #2 (Micro-Bioretention #2) (Spec #9) impervious 0.33 acres disconnected Total Impervious CoverTreaded (acres) 0.33 Total Turf Area Treated (acres) 0.60 Total TP Load Reduction Achieved in D.A. A (ib/yr) 0.73 Total TN Load Reduction Achieved in D.A. A (Ib/yr) 5.40 Channel and Flood Protection STORMWATER NARRATIVE FOR THE STORMWATER MANAGEMENT ANALYSIS THE PROPOSED IMPROVEMENTS WERE DIVIDED INTO THREE SEPARATE AREAS. DRAINAGE AREA A IS COMPRISED OF THE NEW PARKING AREA AND PARK. DRAINAGE AREA B IS COMPRISED OF THE NEW SIDEWALK AND SEATING AREA ADJACENT TO THE ENISTING STORMWATER FEATURE ALONG PANTOPS MOUNTAIN ROAD. AREA C IS COMPRISED OF THE FIVE (5) NEW SINGLE FAMILY UNITS ALONG PANTOPS MOUNTAIN ROAD THAT WILL REPLACE THE FOUR (4) EXISTING DUPLEXES. THE LIMITS OF DISTURBANCE FOR EACH AREA WAS USED AS THE BMP ANALYSIS AREA. AREA A: A 36" UNDERGROUND STORAGE PIPE WILL BE CONSTRUCTED WITHIN THE NEW PARKING LOT TO ATTENUATE RUNOFF FOR THE PROPOSED IMPROVEMENTS WITHIN AREA A. B, & C. THE NEW WALKING PATHS IN THE PARK WERE TREATED AS A SIMPLE DISCONNECT TO A/B SOILS FOR THE PURPOSE OF THE BMP ANALYSIS. AREA 8: THE NEW WALKING PATH AND SEATING AREA WERE TREATED AS A SIMPLE DISCONNECT TO A/B SOILS FOR THE PURPOSE OF THE BMP ANALYSIS. AREA C; LEVEL 2 RAIN GARDENS ARE PROVIDED IN AREA C TO TREAT THE NEW IMPERVIOUS AREAS AND PROVIDE RUNOFF REDUCTION. THE RUNOFF FROM THE ROOFS FOR THE NEW SINGLE FAMILY UNITS ALONG PANTOPS MOUNTAIN ROAD WILL BE PIPED TO THE RAIN GARDENS. PIPING THE ROOFDRAINS TO THE RAIN GARDENS ALLOWS FOR GREATER FLEXIBILITY IN THE PLACEMENT OF THE BMP. EACH NEW UNIT WILL DIRECT 2,870 SQ.FT. OF IMPERVIOUS AREA TO THE PROPOSED RAIN GARDENS. PER VIRGINIA DEQ STORMWATER SPECIFICATION NO. 9 THE SURFACE AREA FOR A LEVEL 2 RAIN GARDEN SHALL EQUAL 4% OF THE CONTRIBUTING DRAINAGE AREA. THEREFORE A MINIMUM SURFACE AREA OF 115 SQ.FT. IS REQUIRED TO SERVE ONE UNIT AND 230 SQ.FT. TO SERVE TWO UNITS. 149 SQ.FT. RAIN GARDENS ARE PROVIDED FOR THREE (3) OF THE UNITS AND A 268 SQ.FT. RAIN GARDEN IS PROVIDED TO SERVE TWO (2) OF THE UNITS SIMULTANEOUSLY. THE BMP CALCULATIONS ARE PROVIDED ON THIS DRAWING. THE ROUTING CALCULATIONS FOR THE 36" UNDERGROUND STORAGE PIPE ARE PROVIDED ON DWG. C-15. _ DESIGNED BY: PROJECT. SET REV. NO. °F �r ADBWESTMINSTER-CANTERBURY ENGINEERS FINAL SITE PLAN AMENDMENT 1 W.,00,0� SURVEYORS DRAWN REG ALBEMARLE COUNTY, VA DRAWING NUMBER: / 7111dTITLE: c. No. 122 a 11 PLANNERS STORM DRAIN CALCULATIONS C-14 ASSOCIATES DIHR BY. FW �0_ Z I - lS �'� �Po BMX 4119 3040 Avemore s9u� Pl. SHEET NUMBER: 410 1 Lynchburg, VA 24502 Ch.lutt-ill,, VA 22911 WWA NUMBER: FILE NAME: DISCIPLINE. SCALE: DATE: j OVAL E� Phone: 434.316.6080 Phone: 434.984.2700 215011.04 I �O 1.O� CML • SHOWN �/ 15/ 15 14 of 24 SHEET REVISION BY DATE NO. NO. SHEET REVISION BY DATE ."4*www.�awassocixles.net L 1 v / -SW2CW ��%% 501 ••"wg V.NIA Weighted CN 1 -year storm Adjusted CN 2 -year storm Adjusted CN 10 -year storm Adjusted CN Target Rainfall Event (in) 3,50 3.70 5.6 D.A. A CN 81 80 80 81 D.A. B CN 73 70 70 71 D.A. C CN 75 71 71 72 D.A. D CN 0 #N/A #N /A #N/A D.A. E CN 01 #N/A I #N/A #N/A STORMWATER NARRATIVE FOR THE STORMWATER MANAGEMENT ANALYSIS THE PROPOSED IMPROVEMENTS WERE DIVIDED INTO THREE SEPARATE AREAS. DRAINAGE AREA A IS COMPRISED OF THE NEW PARKING AREA AND PARK. DRAINAGE AREA B IS COMPRISED OF THE NEW SIDEWALK AND SEATING AREA ADJACENT TO THE ENISTING STORMWATER FEATURE ALONG PANTOPS MOUNTAIN ROAD. AREA C IS COMPRISED OF THE FIVE (5) NEW SINGLE FAMILY UNITS ALONG PANTOPS MOUNTAIN ROAD THAT WILL REPLACE THE FOUR (4) EXISTING DUPLEXES. THE LIMITS OF DISTURBANCE FOR EACH AREA WAS USED AS THE BMP ANALYSIS AREA. AREA A: A 36" UNDERGROUND STORAGE PIPE WILL BE CONSTRUCTED WITHIN THE NEW PARKING LOT TO ATTENUATE RUNOFF FOR THE PROPOSED IMPROVEMENTS WITHIN AREA A. B, & C. THE NEW WALKING PATHS IN THE PARK WERE TREATED AS A SIMPLE DISCONNECT TO A/B SOILS FOR THE PURPOSE OF THE BMP ANALYSIS. AREA 8: THE NEW WALKING PATH AND SEATING AREA WERE TREATED AS A SIMPLE DISCONNECT TO A/B SOILS FOR THE PURPOSE OF THE BMP ANALYSIS. AREA C; LEVEL 2 RAIN GARDENS ARE PROVIDED IN AREA C TO TREAT THE NEW IMPERVIOUS AREAS AND PROVIDE RUNOFF REDUCTION. THE RUNOFF FROM THE ROOFS FOR THE NEW SINGLE FAMILY UNITS ALONG PANTOPS MOUNTAIN ROAD WILL BE PIPED TO THE RAIN GARDENS. PIPING THE ROOFDRAINS TO THE RAIN GARDENS ALLOWS FOR GREATER FLEXIBILITY IN THE PLACEMENT OF THE BMP. EACH NEW UNIT WILL DIRECT 2,870 SQ.FT. OF IMPERVIOUS AREA TO THE PROPOSED RAIN GARDENS. PER VIRGINIA DEQ STORMWATER SPECIFICATION NO. 9 THE SURFACE AREA FOR A LEVEL 2 RAIN GARDEN SHALL EQUAL 4% OF THE CONTRIBUTING DRAINAGE AREA. THEREFORE A MINIMUM SURFACE AREA OF 115 SQ.FT. IS REQUIRED TO SERVE ONE UNIT AND 230 SQ.FT. TO SERVE TWO UNITS. 149 SQ.FT. RAIN GARDENS ARE PROVIDED FOR THREE (3) OF THE UNITS AND A 268 SQ.FT. RAIN GARDEN IS PROVIDED TO SERVE TWO (2) OF THE UNITS SIMULTANEOUSLY. THE BMP CALCULATIONS ARE PROVIDED ON THIS DRAWING. THE ROUTING CALCULATIONS FOR THE 36" UNDERGROUND STORAGE PIPE ARE PROVIDED ON DWG. C-15. _ DESIGNED BY: PROJECT. SET REV. NO. °F �r ADBWESTMINSTER-CANTERBURY ENGINEERS FINAL SITE PLAN AMENDMENT 1 W.,00,0� SURVEYORS DRAWN REG ALBEMARLE COUNTY, VA DRAWING NUMBER: / 7111dTITLE: c. No. 122 a 11 PLANNERS STORM DRAIN CALCULATIONS C-14 ASSOCIATES DIHR BY. FW �0_ Z I - lS �'� �Po BMX 4119 3040 Avemore s9u� Pl. SHEET NUMBER: 410 1 Lynchburg, VA 24502 Ch.lutt-ill,, VA 22911 WWA NUMBER: FILE NAME: DISCIPLINE. SCALE: DATE: j OVAL E� Phone: 434.316.6080 Phone: 434.984.2700 215011.04 I �O 1.O� CML • SHOWN �/ 15/ 15 14 of 24 SHEET REVISION BY DATE NO. NO. SHEET REVISION BY DATE ."4*www.�awassocixles.net L 1 v / -SW2CW ��%% 501 ••"wg V.NIA ►y Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D0 2014 by Autodesk, Inc. v10 3 Wednesday, 07 11512015 Hyd. No. 1 weir brructures Post to UGD Post Uncontained (Park) Pre Developed 6.746 CFS Hydrograph type = SCS Runoff Hydrograph type = SCS Runoff Peak discharge = 3.220 cfs Storm frequency = 2 yrs Time to peak = 720 min Time interval = 1 min Hyd. volume = 7,405 cult Drainage area = 1.710 ac Curve number = 71 Basin Slope = 0.0% Hydraulic length = Oft Tc method = User Time of cone. (Tc) = 10.00 min Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 4.00 Pre Developed Hyd. No. 1 - 2 Year Q (cfs) 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 1 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D& 2014 by Autodesk, Inc. v10.3 Wednesday, 07 / 15 12015 Hyd. No. 1 weir brructures Post to UGD Post Uncontained (Park) Pre Developed 6.746 CFS Hydrograph type = SCS Runoff Hydrograph type = SCS Runoff Peak discharge = 7.077 cfs Storm frequency = 10 yrs Time to peak = 720 min Time interval = 1 min Hyd. volume = 16,015 cult Drainage area = 1.710 ac Curve number = 71 Basin Slope = 0.0% Hydraulic length = Oft Tc method = User Time of cone. (Tc) = 10.00 min Total precip. = 5.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 6.00 4.00 2.00 0 00 Pre Developed Hyd. No. 1 - 10 Year Q (cfs) 800 6.00 4.00 2.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 1 Time (min) Hydrogralph Report Hydraflow Hydrographs; Extension for AutoCAD® Civil 3D& 2014 by Autodesk, Inc. vl0.3 Hyd. No. 2 Wednesday, 07 /1512015 Hyd. No. 2 weir brructures Post to UGD Post Uncontained (Park) Post to UGD 6.746 CFS Hydrograph type = SCS Runoff Hydrograph typae = SCS Runoff Peak discharge = 0.766 cfs Storm frequency = 2 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 1,636 cult Drainage area = 0.160 ac Curve number = 91 Basin Slope = 0.0% Hydraulic length = Oft Tc method = User Time of cone. (Tc) = 6.00 min Total precip. = 3.70 in Distribution = Type 11 Storm duration = 24 hrs Shape factor = 484 Q (Cfs) Hyd. No. 2 - 2 Year Q (cfs) 1.00 1.00 0.90 _,.-..-- -- ,.... - - - -...,----- ---- _.. _ - _ 0.90 ---- ............. .. _ ... 0.80 -- .............. .. _.., __ ........ . __. - --- - 0.80 ..... 0.70 0.70 --- --- - _... 0.60 __ _ - ....... _.. - 0.60 0.50- _ ... _-......,.,_.._ _ _ 0.50 0.40 -- 0.40 _.. 0.30 0.30 0.20 _ 0.20 0.10-7--7- ._.... _. _ - . ._ .-_ _---_ ..._ .. .. 0.10 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 - Hyd No. 2 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD& Civil 3D& 2014 by Autodesk, Inc. v10 3 Wednesday, 07 11512015 Hyd. No. 2 Wednesday, 07 115 / 2015 Hyd. No. 5 weir brructures Post to UGD Post Uncontained (Park) Pipe Routing 6.746 CFS Hydrograph type = SCS Runoff Peak discharge = 1.239 cfs Storm frequenc)y = 10 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 2,735 tuft Drainage area = 0.160 ac Curve number = 91 Basin Slope = 0.0% Hydraulic length = Oft Tc method = User Time of cone. (Tc) = 6.00 min Total precip. = 5.60 in Distribution = Type ll Storm duration = 24 hrs Shape factor = 484 Time of cone. (Tc) = 10.00 min Post to UGD Total precip. Q (cfs) Distribution Hyd. No. 2 -- 10 Year Q (cfs) 2.00 = 24 hrs Shape factor 2.00 1.00 1.00 0.00 0.00 0 12?0 240 360 480 600 720 840 960 1080 1200 - Hyd No. 2 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD& Civil 3D& 2014 by Autodesk, Inc. v10.3 v10.3 Wednesday, 07 115 / 2015 Hyd. No. 5 weir brructures Pond Data Post Uncontained (Park) Pipe Routing 6.746 CFS LIG Chambers -Invert eleev. = 581.74 It, Rise x Span = 3.00 x 3 00 It, Barrel Len = 100 00 ft, No. Bartels = 1, Slope = 0.00%, Headers = No Hydrograph type Hydrograph type = Reservoir Peak discharge = 0.429 cfs Storm frequency = 2 yrs Time to peak = 722 min Time interval = 1 min Hyd. volume = 1,580 cult Inflow hyd. No. = 2 - Post to UGD Max. Elevation = 583.32 ft Reservoir name = Underground Pipe Max, Storage = 377 cult Storage Indication method used Pipe Routing Q (cfs) Hyd. No. 5 - 2 Year Q (Cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0 00 1.00 0.90 0.80 0.70 060 0.50 0.40 0.30 0.20 0.10 . 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 0.00 Hyd No. 5 Hyd No. 2 Time (min) - y i ! Total storage used = 3177 tuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D& 2014 by Autodesk, Inc. v10.3 Wednesday, 07 115 / 2015 Hyd. No. 5 weir brructures Pond Data Post Uncontained (Park) Pipe Routing 6.746 CFS LIG Chambers -Invert eleev. = 581.74 It, Rise x Span = 3.00 x 3 00 It, Barrel Len = 100 00 ft, No. Bartels = 1, Slope = 0.00%, Headers = No Hydrograph type Hydrograph type = Reservoir Peak discharge = 0.603 cfs Storm frequency = 10 yrs Time to peak = 723 min Time interval = 1 min Hyd. volume = 2,679 cult Inflow hyd. No. = 2 - Post to UGD Max. Elevation = 584.34 ft Reservoir name = Underground Pipe Max. Storage = 648 cult Storage Indication method used Q (cfs) 2.00 1.00 Pipe Routing Hyd. No. 5 - 10 Year Q (cfs) 2.00 0.00 10.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 5 -Hyd No. 2 � ___.. .] Total storage used = 6448 tuft Time (min) N0. SHEET REVISION BY DATE I N0. I SHEET REVISION BY DATE OF - 1, E C. No. 122 ONAL 0r*4 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D& 2014 by Autodesk, Inc. v10.3 Wednesday. 07 11512015 Hyd. No. 3 Hyd. No. 3 Hyd. No. 4 weir brructures Pond Data Post Uncontained (Park) Post Uncontained (Park) 6.746 CFS LIG Chambers -Invert eleev. = 581.74 It, Rise x Span = 3.00 x 3 00 It, Barrel Len = 100 00 ft, No. Bartels = 1, Slope = 0.00%, Headers = No Hydrograph type = SCS Runoff Peak discharge Hydrograph type = SCS Runoff = 10 yrs Peak discharge = 0.436 cfs Time interval Storm frequency = 2 yrs Time to peak = 720 min = 0.340 ac Time interval = 1 min Hyd. volume = 1,060 cult Hydraulic length Drainage area = 0.340 ac Curve number = 65 = 10.00 min Basin Slope = 0.0% Hydraulic length = Oft Storm duration Tc method = User Time of cone. (Tc) = 10.00 min We Total precip. = 3.70 in Distribution = Type II 86 Storm duration = 24 hrs Shape factor = 484 606 2.70 5x94.44 We 64 670 3.00 5834.74 We 37 707 Post Unco tained (Park) = - - Q (cfs) - Hyd. No 3 - 2 Year Q (Cfs) 0.50 _,._,.. __._.... 0.00 Mufti -Stage = No 0.50 .__ _. ._-...._ , _. _ .__..,... . _.......... _.. _......._._... 0.00 .....___... n/a - - ,,,_....- - - - - .01:3 .013 .013 0.45 Orifice Coeff. = 0.660 0.60 0.45 0.60 0.40 = 0 000 (by Contour) Mufti -Stage = n/a i No No 0.40 - = 0.00 0.35 rale CWveNOnlica WMaas ars analyzes „nee,inbt tic)arta ovnar(«)mntrol WeV risers chxkee lsr mince wrMitlOns fc)ane 9uEmvgerm ts) Stage (ft) Stage I Discharge 0.35 Elev (ft) 0.30 0.30 0.25 0.25 0.20 0.20 0.15 ...._. ............ ._._.. _. ..._. __.__ ---..._....__._... -------- ._. __._ .....___.. 0.15 0.10 - - - - - - -- 0.10 0.05 1 0.05 0.00 Lj� 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) - Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for AeteCADO Civil 3DO 2014 by Autodesk, Inc. v10 3 Wednesday, 07 / 1512015 Hyd. No. 3 Hyd. No. 4 weir brructures Pond Data Post Uncontained (Park) Post Uncontained (Houses) 6.746 CFS LIG Chambers -Invert eleev. = 581.74 It, Rise x Span = 3.00 x 3 00 It, Barrel Len = 100 00 ft, No. Bartels = 1, Slope = 0.00%, Headers = No Hydrograph type = SCS Runoff Peak discharge = 1.120 cfs Storm frequency = 10 yrs Time to peak = 720 min Time interval = 1 min Hyd. volume = 2,548 cult Drainage area = 0.340 ac Curve number = 65 Basin Slope = 0.0% Hydraulic length = Oft Tc method = User Time of cone. (Tc) = 10.00 min Total precip. = 5.60 in Distribution = Type 11 Storm duration = 24 hrs Shape factor = 484 Q (cfs) 2.00 1.00 Post Uncontained (Park) Q (cfs) 2.00 00111 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 3 Time (min) Hydrograph Report Hydraflow Hydrographs Extcension for AutoCAD® Civil 3D& 2014 by Autodesk, Inc. v10.3 3 Wednesday, 07 115 / 2015 Hyd. No. 4 weir brructures Pond Data Combined Post Uncontained (Houses) 6.746 CFS LIG Chambers -Invert eleev. = 581.74 It, Rise x Span = 3.00 x 3 00 It, Barrel Len = 100 00 ft, No. Bartels = 1, Slope = 0.00%, Headers = No Hydrograph type Hydrograph type = SCS Runoff Peak discharge = 2.346 cfs Storm frequency = 2 yrs Time to peak = 720 min Time interval = 1 min Hyd. volume = 5,370 tuft Drainage area = 1.180 ac Curve number = 72 Basin Slope = 0.0% Hydraulic length = Oft Tc method = User Time of cone. (Tc) = 10.00 min Total precip. = 3.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (Cfs) 3.00 2.00 1 1.00 Post Uncontained (Houses) Hyd. No. 4 - 2 Year Q (cfs) 3.00 2.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 4 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D& 2014 by Autodesk, Inc v10 3 Wednesday, 07115 12015 Hyd. No. 4 weir brructures Pond Data Combined Post Uncontained (Houses) 6.746 CFS LIG Chambers -Invert eleev. = 581.74 It, Rise x Span = 3.00 x 3 00 It, Barrel Len = 100 00 ft, No. Bartels = 1, Slope = 0.00%, Headers = No Hydrograph type = SCS Runoff Peak discharge = 5.055 cfs Storm frequency = 10 yrs Time to peak = 719 min Time interval = 1 min Hyd. volume = 11,434 cult Drainage area = 1.180 ac Curve number = 72 Basin Slope = 0.0% Hydraulic length = Oft Tc method = User Time of cone. (Tc) = 10.00 min Total precip. = 5.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Post Uncontained (Houses) Q (cfs) Hyd. No. 4 -10 Year Q (Cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0 00 6.00 5.00 4.00 3.00 2.00 1.00 OM 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 4 Time (min) Hydraflow Hydrographs Extension for AutoCAD& Civil 30& 2014 by Autodesk, Inc. 00.3 Wednesday, 07 / 15 / 2015 Pond No.1 - Underrground Pipe Hyd. No. 6 Hyd. No. 6 weir brructures Pond Data Combined Combined 6.746 CFS LIG Chambers -Invert eleev. = 581.74 It, Rise x Span = 3.00 x 3 00 It, Barrel Len = 100 00 ft, No. Bartels = 1, Slope = 0.00%, Headers = No Stage I Storage Tattle = Combine Peak discharge = 3.200 cfs Stage (ft) Ele nation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (cult) 0.00 58174 Na 0 0 0.30 582.04 We 3737 = 1.520 ac 0.60 582.34 We 64 101 090 582.64 Na 78 178 120 582.94 Na 86 284 1.50 583.24 n/a 89 354 180 583.54 We 89 443 2.1 0583.84 Na 86 529 2.40 584.14 We 78 606 2.70 5x94.44 We 64 670 3.00 5834.74 We 37 707 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD& Civil 304i) 2014 by Autodesk, Inc. v10 3 Wednesday, 07 / 15 / 2015 Hyd. No. 6 Hyd. No. 6 weir brructures 3.200 CFS Combined Combined 6.746 CFS Hydrograph type = Combine Peak discharge = 3.200 cfs Storm frequency = 2 yrs Time to peak = 720 min Time interval = 1 min Hyd. volume = 8,010 cult Inflow hyds. = 3, 4, 5 Contrib. drain. area = 1.520 ac Combined Q (cfs) Hyd. No. 6 - 2 Year Q (cfs) 4.00 3.00 2.00 1.00 0.00 4.00 3.00 2.00 1.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 6 - Hyd No. 3 - Hyd No. 4Time (min) - Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 31A9 2014 by Autodesk, Inc. vl0.3 PRE (CFS) Wednesday, 07 115 / 2015 Hyd. No. 6 weir brructures 3.200 CFS 10 YR Combined 6.746 CFS Hydrograph type = Combine Peak discharge = 6.746 cfs Storm frequency = 10 yrs Time to peak = 720 min Time interval = 1 min Hyd. volume = 16,662 cult Inflow hyds. = 3, 4, 5 Contrib. drain. area = 1.520 ac Combined Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0 00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 6 -Hyd No. 3 -Hyd No. 4 -Hyd No. 5 Time (min) J W 2.00 1.00 000 ROUTING SUMMARY uuivert / unite burucalres PRE (CFS) POST (CFS) 2 YR weir brructures 3.200 CFS 10 YR 7.077 CFS 6.746 CFS [/A] [B] [C] [PrfRsr] Wv [A] [B] [D] [D] W ENGINEERSFINAL Rise (in) = 4.010 0.00 0.00 0.00 Crest Len (ft) = 000 0.00 000 0.00 PLANNERS Span (in) = 4.000 0.00 0.00 0.00 Crest EL (ft) = 0.00 0.00 000 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 333 3.33 333 333 501104C_SW3.dwg CML Invert EL (ft) = 5622.11 000 0.00 0.00 Weir Type = - - - - Length (ft) = 1.000 000 0.00 0.00 Mufti -Stage = No No No No Slope (%) = 1.000 0.00 0.00 n/a N -Value= .01:3 .013 .013 rue Orifice Coeff. = 0.660 0.60 060 0.60 Exfll.(inlhr) = 0 000 (by Contour) Mufti -Stage = n/a i No No No TW Elev. (ft) = 0.00 rale CWveNOnlica WMaas ars analyzes „nee,inbt tic)arta ovnar(«)mntrol WeV risers chxkee lsr mince wrMitlOns fc)ane 9uEmvgerm ts) Stage (ft) Stage I Discharge Elev (ft) J W 2.00 1.00 000 ROUTING SUMMARY STORM EVENT PRE (CFS) POST (CFS) 2 YR 3.220 CFS 3.200 CFS 10 YR 7.077 CFS 6.746 CFS THE COMBINED POST -DEVELOPED FLOWS FOR THE PROJECT ARE LESS THAN THE PRE -DEVELOPED FLOWS 583.74 FOR THE 2YR AND 10YR STORM EVENTS. THEREFORE THE SITE IS IN COMPLIANCE WITH MS -19. 582.74 581 74 0 00 007 0.14 021 0.28 035 0.42 0.49 056 0.63 0.70 - Total 4 Discharge (cfs) lee DESIGNED BY: PROJECT: WESTMINSTER -CANTERBURY SET REV. N0. Wv 1 W ENGINEERSFINAL SITE PLAN AMENDMENT �`IfAyD(HR SURVEYORS DRAWN BY: REG ALBEMARLE COUNTY, VA DRAWING NUMBER: PLANNERS TITLE. UNDERGROUND DETENTION CALCULATIONS C-15 BY: ASSOCIATES HFW PO Box 4119 3040 Avemore Square Pl. Lynchburg, VA 24502 Charlonesville,VA22911 SHEET NUMBER: WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: Phone: 434.316.6080 Phone: 434.984.2700�= 21501 1.04 501104C_SW3.dwg CML H: N/A 0 7/ 15/ 15 15 of 24 www. w wassoc tate s.net _- CLASS Al RIP RAP 2' MIN. 4iZ� o 6" MIN. �� 1' MIN. �2'� CLEAN WASHED �1' MIN. FILTER FABRIC PEA GRAVEL FILTER FABRIC TYPICAL WEIR DETAIL NOT TO SCALE 2' WIDE CLASS Al RIP RAP WEIR RAIN GARDEN CONSTRUCTION SPECIFICATIONS RAIN GARDENS SHOULD BE CONSTRUCTED ASR ALL SITEWORK IS COMPLETE AND STABILIZATION MEASURES HAVE BEEN IMPLEMENTED. RAIN GARDENS MUST BE PROTECTED FROM ALL SEDIMENT LOADS TO PREVENT MALFUNCTION. ALL RAIN GARDEN AREAS WILL REMAIN "OFF-LINE" FROM STORMWATE INFLOW UNTIL THEIR RESPECTIVE DRAINAGE AREAS ARE FREE FROM LOOSE SEDIMENTS WHICH COULD WA H INTO THE FACILITY. IN ADDITION, ALL CONSTRUCTION ACTIVITIES IN THESE AREAS MUST BE MINIMIZED TO REDUCE COMPACTION OF IN-SITU SOILS, WHICH SHALL BE CORDONED OFF TO PREVENT ACCIDENTAL COMPACTION BY EQUIPMENT DURING THE REMAINDER OF THE CONSTRUCTION PHASE IN THAT AREA. RAIN GARDEN SEQUENCE OF CONSTRUCTION 1. 2. 3. 4. 5. REMOVE ALL ACCUMULATED SEDIMENT AND EXCAVATE RAIN GARDEN AREA TO PROPOSED DEPTH. USE RELATIVELY LIGHT, TRACKED EQUIPMENT TO AVOID COMPACTION OF THE BASIN FLOOR. AFTER FINAL GRADING IS COMPLETED, DEEPLY TILL THE BASIN FLOOR WITH ROTARY TILLERS OR DISC HARROWS TO INSTALL A 6 INCH LIFT OF UNDERDRAIN GRAVEL (VDOT NO. 57) AND LIGHTLY COMPACT WITH LANDSCAPING ROLLER. INSTALL UNDERDRAIN PIPING, CLEANOUTS AND APPURTENANCES IN ACCORDANCE WITH THE PIPE MANUFACTURER SPECIFICATIONS. INSTALL REMAINING UNDERDRAIN GRAVEL. INSTALL PEA GRAVEL CHOKER STONE LAYER. FILL RAIN GARDEN AREA WITH STATE APPROVED MIX AS SHOWN IN THE PLANS AND DETAILED IN THE SPECIFICATIONS. INSTALL VEGETATION AND GROUND COVER SPECIFIED IN THE PLANTING PLAN FOR RAIN GARDEN AREAI INSTALL MULCH LAYER IF CALLED FOR IN THE DESIGN. PLACE GRAVEL DIAPHRAGM AT THE RAIN GARIDEN INLETS AND WEIRS AS SPECIFIED ON THE PLANS AND DETAILS. UPON AUTHORIZATION FROM DESIGNATED INSPECTOR, REMOVE ALL SEDIMENT CONTROLS AND STABILIZE ALL DISTURBED AREAS. j RAIN GARDEN UNDERDRAIN SPECIFICATIONS UNDERDRAIN MATERIAL TYPES • UNDERDRAIN SYSTEMS SHALL BE COMPOSED OF 4 -INCH PVC PIPE (SCHEDULE 40) OR APPROVED EQUAL. UNDERDRAIN CONNECTIONS • PIPE SECTIONS SHALL BE COUPLED USING SUITABLE CONNECTION SOCKET -WELDED JOINTS. FIELD CONNECTIONS TO STORMDRAIN STRUCTURES .AND PIPES SHALL BE SEALED WITH POLYMER GROUT MATERIAL THAT IS CAPABLE OF ADHERING TO, SURFACES. UNDERDRAIN PIPE SHALL BE CAPPED (AT STRUCTURE) UNTIL COMPLETION OF SITE. • UNDERDRAINS CONNECTED DIRECTLY TO A S1fORM DRAINAGE STRUCTURE SHALL BE NON -PERFORATES FOR A DISTANCE OF AT LEAST 5 FEET FROMI THE STRUCTURE INTERFACE TO AVOID POSSIBLE PIPING PROBLEMS. UNDERDRAIN PERFORATIONS • UNDERDRAIN PERFORATIONS SHALL BE Y4" PERFORATIONS, 6" CENTER TO CENTER, ALONG TWO OR THREE EQUALLY SPACED LONGITUDINAL ROWS. PERFORATIONS SHALL BE PLACED CLOSEST TO THE INVERT OF THE PIPE TO ACHIEVE MAXIMUM POTENTIAL FOR DRAINING THE FACILITY. UNDERDRAIN INSPECTION • THE CONTRACTOR SHALL CONTACT THE COUNTY WATER RESOURCES INSPECTOR 24 -HOURS PRIOR BACKFILLING THE RAIN GARDEN AND REQUEST AN INSPECTION AND APPROVAL OF THE UNDERDRAIN INSTALLATION AND SOIL MIX. BIORETENTION SOIL MIXTURE IN ACCORDANCE TO VIRGINIA BMP CLEARINGHOUSE FILTER STONE VDOT NO. 57 AGGREGATE 6" SUMP BELOW UNDERDRAIN TYPICAL RAIN GARDEN SECTION NOT TO SCALE GRAVEL DIAPHRAGM NOT TO SCALE 4" PERFORATED UNDERDRAIN. DRAIN TO DAYLIGHT 1. RAIN GARDEN FACILITIES SHALL BE CONSTRUCTED AND MAINTAINED IN ACCORDANCE WITH THE CURRENT PUBLICATION OF THE VIRGINIA DEQ STORMWATER DESIGN SPECIFICATION NO. 9. 2. RAIN GARDEN FACILITIES SHALL NOT BE CONSTRUCTED UNTIL AREAS DRAINING TO THEM ARE DEEMED STABILIZED BY THE ALBEMARLE COUNTY EROSION AND SEDIMENT CONTROL INSPECTOR. 3. BOTTOM OF WEIR SHALL BE A MINIMUM OF 6" ABOVE TOP OF MULCH. • Mowing of grass filter strips and bioretention turf cover At least 4 times a year • Spot weediin , erosion repair, trash removal, and mulch raking Twice during growing season • Add reinforccement planting to maintain desired the vegetation density As needed • Remove inwasive plants using recommended control methods • Stabilize th(e contributing drainage area to prevent erosion • Spring inspection and cleanup • Supplemenit mulch to maintain a 3 inch layer Annually • Prune trees and shrubs • Remove sediment in re -treatment cells and inflow points Once every 2 to 3 years • Replace the mulch layer Every 3 years RAIN GARDEN MAINTENANCE SCHEDULE PROVIDE BERM ON UPHILL SIDE OF RAINGARDEN TO DIRECT RUNOFF FROM AREAS NOT BEING TREATED AWAY FROM FACILITY. 6" MIN. OF �+ E No.122 �o _ % �_,s �w z sslQ*TAL a� ENGINEERS SURVEYORS PLANNERS ASSOCIATES PO Box 4119 3040 Avemore Square P1. Lynchburg. VA 24502 Chadouesville.VA22911 Phone: 434.316.6080 Phone: 434.934.2700 www.wwassoctates.net DEsicNEJDB PROJECT: WESTMINSTER -CANTERBURY FINAL SITE PLAN AMENDMENT ALBEMARLE COUNTY, VA sET REv No. 1 DRAWN BY. REG DRAWING NUMBER: C-16 TITLE: RAIN GARDEN DETAILS DIHR BY. HFW SHEET NUMBER: 16 of 24 WWA NUMBER: 215011.04 FILE NAME: 501104C_SW4.dwg DISCIPLINE: CIVIL SCALE. H: AS SHOWN V. NIA DATE: 7 15 15 No. SHEET REVISION BY DATE NO. SHEET REVISION BY DATE i 0 N zi EROSION & SEDIMENT CONTROL NARRATIVE I. PROJECT DESCRIPTION THE PURPOSE OF THIS PROJECT IS FOR THE CONSTRUCTION OF A NEW PARKING AREA, PARK AND FIVE(5) SINGLE FAMILY HOUSES AND THEIR ASSOCIATED ROADS AND UTILITIES. THIS PROJECT WILL INVOLVE DISTURBING APPROXIMATELY 1.71 ACRES. II. EXISTING SITE CONDITIONS THE EXISTING CONTOURS ON THIS PLAN REPRESENT AN AS -BUILT SURVEY OF THESE CONDITIONS. III. ADJACENT PROPERTIES THE SITE IS BOUNDED TO THE WEST BY A SHOPPING CENTER, TO THE NORTH BY PAVILIONS AT PANTOPS, TO THE EAST BY RESIDENTIAL HOMES, AND TO THE SOUTH BY MARTHA JEFFERSON HOSPITAL. IV. OFF-SITE AREAS THERE ARE NO OFF-SITE AREAS ANTICIPATED FOR THE CONSTRUCTION OF THIS PROJECT. V. SOILS SOIL TYPES ARE SHOWN ON THE MAP ON DWG. NO. C-6 AND C-7. DESCRIPTIONS OF THESE SOILS ARE BELOW. RABUN CLAY LOAM (71C): THIS DEEP, GENTLY SLOPING, WELL DRAINED SOIL OCCURS ON 7 TO 15 PERCENT SLOPES. THE HYDROLOGIC SOIL GROUP IS B. THE K FACTOR RANGES FROM 0.57 TO 1.98. THE DEPTH TO BEDROCK IS USUALLY GREATER THAN 5 FEET. RABUN CLAY LOAM (71D): THIS DEEP, GENTLY SLOPING, WELL DRAINED SOIL OCCURS ON 15 TO 25 PERCENT SLOPES. THE HYDROLOGIC SOIL GROUP IS B. THE K FACTOR RANGES FROM 0.57 TO 1.98. THE DEPTH TO BEDROCK IS USUALLY GREATER THAN 5 FEET. RABUN CLAY (72C3): THIS DEEP, MODERATELY STEEP, WELL DRAINED SOIL OCCURS ON 7 TO 15 PERCENT SLOPES ALONG DRAINAGE WAYS. THE HYDROLOGIC SOIL GROUP IS B. THE K FACTOR RANGES FROM 0.57 TO 1.98. THE DEPTH TO BEDROCK IS USUALLY GREATER THAN 5 FEET. VI. CRITICAL AREAS CARE SHALL BE TAKEN TO STABILIZE ALL SLOPES AND PREVENT EROSION. CARE SHALL ALSO BE TAKEN TO MINIMIZE THE TRANSPORT OF SEDIMENT ONTO RT. 250 AND THE INTERNAL ROADWAYS WITHIN WESTMINSTER CANTERBURY. VII. STORMWATER MANAGEMENT CONSIDERATIONS MEASURES NECESSARY TO ACHIEVE POLLUTANT REMOVAL REQUIREMENTS ARE SHOWN AS PART OF THIS PLAN. VIII. OFF-SITE ACTIVITIES NO OFF-SITE ACTIVITIES ARE ANTICIPATED FOR THIS PROJECT. IX. EROSION AND SEDIMENT CONTROL MEASURES ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED BY THE CONTRACTOR IN ACCORDANCE WITH THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. SYMBOLS, DETAILS, AND DIMENSIONS USED ARE TAKEN FROM THE HANDBOOK, AS WELL AS THE VIRGINIA DEPARTMENT OF TRANSPORTATION'S ROAD AND BRIDGE STANDARDS, VOLUME I, 2008. A. STRUCTURAL PRACTICES 1. SAFETY FENCE (SAF), 3.01: PROVIDE SAFETY FENCE AROUND THE EXISTING POND TO PREVENT THE PUBLIC FROM ENTERING THE WATER. 2. TEMPORARY CONSTRUCTION ENTRANCE (CE), 3.02: TEMPORARY CONSTRUCTION ENTRANCES SHALL BE IN ACCORDANCE WITH ALBEMARLE COUNTY REQUIREMENTS. A MINIMUM WATER TAP OF 1" MUST BE INSTALLED WITH A MINIMUM 1" BALLCOCK SHUTOFF VALVE SUPPLYING A WASH HOSE WITH A DIAMETER OF 1.5" FOR ADEQUATE CONSTANT PRESSURE OR IN LIEU OF A WATER TAP, EACH CONSTRUCTION ENTRANCE SHALL HAVE A WATER TRUCK WITH 2 PRESSURE WASHERS AT ALL TIMES. WASH WATER MUST BE CARRIED AWAY FROM THE ENTRANCE TO AN APPROVED SETTLING AREA TO REMOVE SEDIMENT. ALL SEDIMENT SHALL BE PREVENTED FROM ENTERING STORM DRAINS, DITCHES OR WATERCOURSES. 3. SILT FENCE (SF), 3.05: SILT FENCE BARRIERS SHALL BE INSTALLED DOWN SLOPE OF AREAS WITH MINIMAL GRADES TO FILTER RUNOFF FROM SHEET FLOW AS INDICATED ON THE SITE PLAN. 4. STORM DRAIN INLET PROTECTION (IP), 3.07: STORM DRAIN INLET PROTECTION SHALL BE PROVIDED AS SHOWN ON THE PLANS. 5. DUST CONTROL (DC), 3.39: PROVIDE DUST CONTROL AS SHOWN ON PLANS TO HELP REDUCE THE PRESENCE OF AIRBORNE SUBSTANCES DURING LAND DISTURBING ACTIVITIES. B. VEGETATIVE PRACTICES 1. TOP SOILING & STOCKPILING (TO), 3.30: TOPSOIL WILL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR LATER USE. STOCKPILES ARE TO BE STABILIZED WITH TEMPORARY VEGETATION AND HAVE SILT FENCE INSTALLED ALONG THE LOWER PERIMETER. STOCKPILES SHALL BE LOCATED AS SHOWN ON THE PLANS. 2. REFER TO "ALBEMARLE COUNTY GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL PLANS" #17 AND #18 AND TO "TEMPORARY & PERMANENT SEEDING SCHEDULE 3.32-D" ON DWG C-21 FOR ADDITIONAL INFORMATION. C. MINIMUM STANDARDS MS -1. STABILIZATION OF DENUDED AREAS: PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN 7 DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN 7 DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE, BUT WILL REMAIN DORMANT OR UNDISTURBED FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. MS -2. STABILIZATION OF SOIL STOCKPILES: DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. MS -3. PERMANENT VEGETATIVE COVER: A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT, IN THE OPINION OF THE E&S INSPECTOR, IS UNIFORM AND MATURE ENOUGH TO SURVIVE AND INHIBIT EROSION. MS -4. TIMING AND STABILIZATION OF SILT TRAPPING MEASURES: SEDIMENT BASINS AND TRAPS, STORM INLET PROTECTION, SILT FENCING, AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. MS -5. STABILIZATION OF EARTHEN STRUCTURES: STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. MS -6. SEDIMENT BASINS AND TRAPS: SEDIMENT TRAPS & BASINS SHALL BE CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED. A. THE MINIMUM CAPACITY OF A SEDIMENT TRAP SHALL BE 134 -CUBIC YARDS PER ACRE OF DRAINAGE AREA, AND SHALL CONTROL A DRAINAGE AREA OF LESS THAN 3 -ACRES. B. THE MINIMUM CAPACITY OF A SEDIMENT BASIN SHALL BE 134 -CUBIC YARDS PER ACRE OF DRAINAGE AREA, AND SHALL CONTROL A DRAINAGE AREA OF 3 -ACRES OR GREATER. MS -7. CUT AND FILL SLOPES: CUT AND FILL SLOPES SHALL BE CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. MS -8. CONCENTRATED RUNOFF DOWN CUT OR FILL SLOPES: CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. MS -9. WATER SEEPAGE FROM A SLOPE FACE: WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. MS -10. STORM SEWER INLET PROTECTION: ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. MS -11. STABILIZATION OF OUTLETS: BEFORE NEWLY CONSTRUCTED STORM WATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. MS -12. WORK IN LIVE WATERCOURSES: WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. MS -13. CROSSING A LIVE WATERCOURSE: WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIALS SHALL BE PROVIDED. MS -14. APPLICABLE REGULATIONS: ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. MS -15. STABILIZATION OF BED AND BANKS: N/A THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. MS -16. UNDERGROUND UTILITIES: UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS, IN ADDITION TO OTHER APPLICABLE CRITERIA: I A. NO MORE THAN 500 -LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS, EXCAVATED MATERIAL IS TO BE PLACED ON THE UPHILL SIDE OF TRENCHES,j EXCEPT FOR ANY DIVERSION DITCHES. C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOT , AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFFSITE PROPERTY. D. TRENCH BACKFILL MATERIAL SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE kCCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. ALL APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH AT ALL TIMES. i MS -17. CONSTRUCTION ACCESS ROUTES: WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT DISPOSAL AREA. STREET WASHING SHALL' BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. MS -18. TEMPORARY E&S CONTROL MEASURE REMOVAL: ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL E&S AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. MS -19. ADEQUACY OF RECEIVING CHANNELS: PROPERTIES AND WATERWAYS DOWNSTREAM FROM THE DEVELOPMENT SITE SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATES OF STORM WATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION. D. MAINTENANCE: ALL EROSION AND SEDIMENT CONTROL STRUCTURES AND SYSTEMS SHALL BE MAINTAINED, INSPECTED, AND REPAIRED AS NEEDED TO INSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CHECKED AT THE END OF EACH DAY AND AFTER EVERY RAINFALL EVENT. i 1. DAMAGE TO EROSION CONTROL MEASURES CAUSED BY CONSTRUCTION TRAFFIC OR OTHER ACTIVITY SHALL BE REPAIRED BEFORE THE END OF EACH WORKING DAY. 2. MAINTAIN ALL SEEDED AREAS UNTIL A UNIFORM STAND IS ACCEPTED. 3. SAFETY FENCE (3.01): CHECK SAFETY FENCE PERIODICALLY TO ENSURE THAT IT IS STILL STANDING AND SECURE. MAKE REPAIRS AS NECESSARY.4. CONSTRUCTION ENTRANCE (3.02): PROVIDE FOR EQUIPMENT WASHING AS NEEDED TO PREVENT THE TRANSPORT OF SOIL ONTO EXISTING ASPHALT ROADWAYS. ANY SEDIMENT ON THE PAVEMENT SHALL BE REMOVED IMMEDIATELY. 5. SILT FENCE (3.05): SILT FENCE BARRIERS WILL BE CHECKED DAILY FOR UNDERMINING OR DETERIORATION OF THE FABRIC. SEDIMENT SHALL BE REMOVED WHEN THE LEVEL REACHES HALF WAY TO THE TOP OF THE BARRIER. 6. STORMDRAIN INLET PROTECTION (3.07): SHALL BE INSPECTED AFTER EACH RAIN AND REPAIRS MADE AS NEEDED. 7. TEMPORARY DIVERSION DIKE / TEMPORARY RIGHT-OF-WAY DIVERSION (3.09/3.11): THE MEASURES SHALL BE INSPECTED AFTER EVERY STORM AND REPAIRS MADE TO THE DIVERSION AS NECESSARY. ONCE EVERY TWO WEEKS, WHETHER A STORM EVENT HAS OCCURRED OR NOT, THE MEASURES SHALL BE INSPECTED AND REPAIRS MADE IF NEEDED. 8. TEMPORARY SEDIMENT BASIN (3.14): SEDIMENT SHALL BE REMOVED AND THE BASIN OR TRAP RESTORED TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT HAS ACCUMULATED TO ONE HALF THE DESIGN VOLUME OF THE WET STORAGE. SEDIMENT REMOVAL FROM THE BASIN SHALL BE DEPOSITED IN A SUITABLE AREA AND IN SUCH A MANNER THAT IT WILL NOT ERODE AND CAUSE SEDIMENTATION PROBLEMS. FILTER STONE SHALL BE REGULARLY CHECKED TO ENSURE THAT FILTRATION PERFORMANCE IS MAINTAINED. STONE CHOKED WITH SEDIMENT SHALL BE REMOVED AND CLEANED OR REPLACED. 9. STORMWATER CONVEYANCE CHANNELS (3.17): THE MEASURE SHALL BE CHECKED PERIODICALLY TO ENSURE THAT SCOUR IS NOT OCCURRING. SEDIMENT DEPOSITED IN THE CHANNELS SHALL BE REMOVED PRIOR TO THE REMOVAL OF THE TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES, AND DURING CONSTRUCTION WHEN THE CAPACITY OF THE CHANNELS IS REDUCED. 10. SEEDING (3.31/ 3.32): AREAS WHICH FAIL TO ESTABLISH VEGETATIVE COVER ADEQUATE TO PREVENT RILL EROSION WILL BE RESEEDED AS SOON AS SUCH AREAS ARE IDENTIFIED. 11. SOIL STABILIZATION BLANKETS & MATTING (3.36): THE MEASURE SHALL BE PERIODICALLY CHECKED FOR UNDERMINING AND TO ENSURE THAT IT IS SECURE AND FUNCTIONING AS INTENDED. 12. DUST CONTROL (3.39): PROVIDE DUST CONTROL IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT OF DUST WHERE ON-SITE AND OF -SITE DAMAGE IS LIKELY TO OCCUR IF PREVENTIVE MEASURES ARE NOT TAKEN. ALBEMARLE COUNTY GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL PLANS 1. THE PLAN APPROVING AUHORIlY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO TH COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. i 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND CONTROL SEDIMENT REGULATIONS. 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF-SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS FOR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OR THE CODE OF ALBEMARLE. 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOA.M. TO 9:00 P.M. 15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, IN ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST OF 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH TO BE APPLIED AT 80LBS/10OSF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBS/1000SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 19. MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES IS TO BE REPAIRED IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WITHIN 1 YEAR OF THE DATE OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G). 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-2078). SEQUENCE OF CONSTRUCTION 1. CONTRACTOR TO SCHEDULE AND ATTEND A PRE -CONSTRUCTION MEETING WITH ALBEMARLE COUNTY AND OBTAIN AN ALBEMARLE COUNTY LAND DISTURBANCE PERMIT AND VSMP PERMIT PRIOR TO THE START OF ANY LAND DISTURBING/ CONSTRUCTION ACTIVITIES ASSOCIATED WITH THIS PLAN. 2. SEQUENCE OF CONSTRUCTION SHALL BE COORDINATED WITH PHASING OF THIS PROJECT. 3. INSTALL PERIMETER CONTROLS INCLUDING CONSTRUCTION ENTRANCE AND SILT FENCE. 4. PERFORM DEMOLITION AND GRADING OPERATIONS TO BRING SITE TO SUBGRADE ELEVATIONS. STABILIZE AREAS AS THEY ARE BROUGHT TO GRADE WITH GRAVEL OR SEEDING. 5. INSTALL STORM AND OTHER UTILITIES, BUILDING FOUNDATIONS, AND CURB & GUTTER. PROVIDE INLET PROTECTION ON STORM INLETS AS THEY ARE CONSTRUCTED. 6. INSTALL ASPHALT BASE AND INTERMEDIATE COURSES. 7. STABILIZE ALL REMAINING DISTURBED AREAS. 8. INSTALL ASPHALT SURFACE COURSE. 9. INSTALL RAIN GARDENS. RAIN GARDENS SHALL BE CONSTRUCTED ONLY AFTER UPSTREAM DRAINAGE AREA IS DEEMED STABALIZED BY EROSION INSPECTOR. 10. ALL EROSION AND SEDIMENT CONTROLS SHALL BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION OR WHEN MEASURES ARE NO LONGER NEEDED. REMOVALS ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 11. CLOSE OUT THE PROJECT. 1 ADDED RAIN GARDENS TO SEQUENCE OF CONSTRUCTION RU 8-21-15 TH OF r r c. No. 122 1�2 0�,,$-zl �'W SSS, ZONAL ..GC t ENGINEERS �A SURVEYORS V ZZJ PLANNERS AsSOCIATES PO Box 4119 3040 Avemore Square PI. Pno;,e�43aVA '�0so Cluulotteilk, VA 22911 www.wwass(,ctates.net oEsicNEJDB PROJECT: WESTMINSTER -CANTERBURY FI NAL SITE PLAN AMENDMENT ALBEMARLE COUNTY, VA SET REV. N0. 1 DRAWN BY. REG DRAWING NUMBER: C-20 TITLE: EROSION AND SEDIMENT CONTROL NARRATIVE & DETAILS DIHR BY. HFN SHEET NUMBER: 20 of 24 WWA NUMBER: 21501 1.04 FILE NAME: 501104C_ENS3.dwg ��LIPLINE: SCALE: V. NIA A 7/15/15 NO. SHEET REVISION BY DATE NO. SHEET REVISION BY DATE CONSTRUCTION OF A SILT FENCE CONSTRUCTION OF A SILT FENCE BL 0 CK AND GRAVEL DROP INLET Paved construction entrance for erosion control pians (WITHOUT WIRE SUPPORT) (WITH WIRE SUPPORT) J� % 1. SET THE STAKES. 2. EXCAVATE A 4"X 4" TRENCH 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO THE POSTS. SEDIMENT FIL TER ,TONE 70' MIN UPSLOPE ALONG THE LINE OF TRENCH UPSLOPE ALONG THE LINE CONSTRUCTION STADES. OF POSTS. ACCESS WIRE SCREEN CONCRETE BLOCK 3"OiSRSEA ASPHALT T(3c� fl 6'MAX. _ -- 2% % — 2 EXISTING •� � � --� % ,� �—�`�,.PAVEMENT "00 PROFILE I I X11 it FLOW r /.. _ ^ ' f II 1 II �_— 70' WN. / STONE CONSTRUCTION -/ED TASPHALT PA ACCESS (—"�:J WASHRACK 3. STAPLE FILTER MATERIAL 4. BACKFILL AND COMPACT OW I EXISTING TO STAKES AND EXTEND THE EXCAVATED SOIL. FLOW III i III i �_______ 2% 2% PAVEMENTJ IT INTO THE TRENCH.4• 2% 12+ M!N * -- a - . 3. ATTACH THE FILTER FABRIC TO THE WIRE 4. BACKFILL AND COMPACT THE GRAVEL* FILTER FENCE AND EXTEND IT INTO THE TRENCH. EXCAVATED SOIL. —POSITIVE DRAINAGE +A Ai[ t� WIRE SCREEN *MUST EXTEND FULL WIDTH N A ' OF INGRESS AND EGRESS TO SEDIMENT }' /� ''t I .,,, + FILTERED WATER OPERATION TRAPPING DE1lICI OVERFLOW PLAN RUNOFF _ / / z• I_ / .;. WATER ®® �.. FLOW Y= ' a /� WITH SEDIMENT,..:,,..: '•. 1111 12` MIN, POSITIVE DRAINAGE J # III J e — TO SEDIMENT 2fi TRAfPENG ICE SHEET v SHEET FLOW INSTALLATION �� 4 �� i i= IIII DROP INLET PERSPECTIVE VIEW /� WITH GATE I= I= _ FILTER CLOTH FLOW . FLOW SEDIMENT _ SECTION A --A swnc. A A \ III III I SPECIFIC APPLICATION B \� A mininitun water tap of 1 itich mus4t be fir4affed -*Kith a miniinwil 1 itich ballcock EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. shutoff xrah,e ztipph,-itig a wash hose Ni�ith a diameter of 1.5 inches for adequate t THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE constant pressure. ANyash water must be carried away from the entrance to :ui HEAVY FLOWS ARE EXPECTED AND WHERE AN OVERFLOW approved settlins, area to remove sedfinent. All sectnnent shall be prevetited from FILTER FABRIC C CAPACITY IS NECES, ARY TO PREVENT EXCESSIVE PONDING entedug storin drain,,, ditclies or watercom'ses. AROUND THE STRUCTURE. PAVED WASH RACK POINTS A SHOULD BE HIGHER THAN POINT R. III I WIRE DRAINAGEWAY INSTALLATION SF _— * GRAVEL SHALL BE VDOT #3, #357 OR ##5 COARSE AGGREGATE. NO SCALE �P (FRONT ELEVATION) SOURCE: Adapted from Installation of Straw and Fabric Filter Barriers for Sediment Control,VA. DSWC PLATE. 3.0572 SOURCE: Adapted from Installatiion of Straw and Fabric Filter Barriers for Sediment Control, PLATE. 3.05-1 SOURCE: VA. DSWC PLATE. 3.07-3 Sherwood and Wyant Sherwood & Wyant SAFETY FENCE SAF TYPICAL ORIENTATION OF TEMPORARY RIGHTOF-WAY FENCING AND ARMORING TREATMENT - > TP ��® �® (SOIL S TABILIZA TION BLANKET) DIVERSIONS [7© ®©p I S VDOT 1 LOPE v SLOPE .• '` ON SHALLOW SLOPES, STRIPS OF COARSE AGGREGATE 1g" mIN- C 0 NU PROTECTIVE COVERINGS MAY BE APPLIED ACROSS THE SLOPE. DRIP LINE o 0 Yt. • BERM SNOW FENCE :::,•.e ::;'.,.:-,.:.,..• t:::.;::;'..y;..; .",::• •:..••';:.:;::,•.:.'::':'..' :.`.•, s:.::,:;' .:.,.-.';::.,'', WHERE THERE IS A BERM AT THE TOP OF THE SLOPE, 4• • BRING THE MATERIAL OVER THE BERM AND ANCHOR IT MINIMLI�2 / r t • .'•z BEHIND THE BERM. Es' (DANGER: QUICKSAND STEEP 00 SLOPE o0 TYPICAL GRAVEL STRUCTURE +" ON AFP SLOPES, APPLY BOARD FENCE ,/ATMPROTECTIVE COVERING PARALLEL CORD FENCE PERSPECTIVE VIEW TIO AINDTHE ANCHORCSION OF ECURELY.LOW mai,.-.:;`.^?� ..•:• ^+'`.�t y. PLASTIC FENCE 'Yy _� y a,•'+. COMPACTED SOIL CORRECT METHODS OF TREE FENCING LAWN TYPE SEEDING RATE PER ACRE ' r� .,rte;, 0 4 ...•' : �� ,; "� >>�; ?7, <<, - '•:'4 BRING MATERIAL DOWN TO A LEVEL AREA BEFORE HIGH MAINTENANCE %KENTUCKY 31 OR '.°+ TERMINATING THE INSTALLATION. TURN THE END LAWN WITHIN — , ( TURF TYPE TALL FESCUE 200-250 LBS UNDER 4" AND STAPLE AT t 2" INTERVALS. I � • moi.. ;.�, - : ,•, { I� .�• LOT AREA MIN. N :; tz" .T .43'Y•' 3. I KENTUCKY 31 FESCUE 128 LBS GENERAL SLOPES DITCH FLOW 3.1 OR LESS RED TOP GRASS 2 LBS 11 lu! SEASONAL NURSE CROP 20 LBS Z IIII IN DITCHES APPLY PROTECTIVE COVERING W :ii: rAewc PARALLEL TO THE DIRECTION OF FLOW. "" USE CHECK SLOTS AS REQUIRED. AVOID USE GROUND COVER PLANTINGS v P0t]f7FMENE ISI LINE LOW MAINTENANCE II, ,I„ JOINING MATERIAL IN THE CENTER OF o MINIh4LIM � +� THE DITCH IF AT ALL POSSIBLE. SLOPES STEEPER THAN 3:1 AND/OR VINES IN ACCORDANCE WITH s MAR. �E WMA !ul ! atm WE TABLE 3.37—C OF THE VESCH. 5' MIN. (� _ r 00 CORRECT TRUNK ARMORING PERSPECTIVE VIEW PERSPECTIVE VIEW SEEDING DATE SEASONAL NURSE CROP T� PICAL EARTHEN STRUCTURE """ 00 PLASTIC FENCE METAL FENCE EC -2 FEB. 16 THRU APRIL ANNUAL RYE TRIANGULAR BOARD FENCE SOURCE: ADAPTED FROM LUDLOW PRODUCTS BROCHURE PLATE: 3.36-1 MAY 1 THRU AUG 15 FOXTAIL MILLET E SOURCE: VA. DSWC PLATE 3.38-2 SOURCE: CONWED PLASTICS PLATE. 3.1-1 AUG 16 THRU OCT ANNUAL RYE VDOT ROAD AND BRIDGE STANDARDS NOV THRU FEB 15 WINTER RYE Q Source: Va. StitiCC Plate 3.11-1 VA. DSWC O a. NOTES 1. ALL PERMANENT SEEDING SHALL BE FERTILIZED, LIMED AND MULCHED to AT THE FOLLOWING RATES: FERTILIZER 10-20-10 AT A RATE OF 1,000 POUNDS PER ACRE; LIME OF AGRICULTURAL GRADE o LIMESONE AT A RATE OF 2 TONS PER ACRE; AND STRAW MULCH AT A RATE OF 1-1/2 TONS PER ACRE DURING THE SPRING AND FALL AND 0 2 TONS PER ACRE IN THE WINTER AND SUMMER. C4 2. SLOPES LABELED AS 2:1 WITH VDOT ST'D EC -2 LINING MAY HAVE AN ANNUAL RYE HYDROSEED W/ TACKIFIER PLANTED ON THE SLOPES AT c PERMANENT SEEDING RATES IN LIEU OF USING THE EC -2 LINER TO ALLOW FOR EROSION PROTECTION PRIOR TO GROUND COVER PLANTING. 0) __ DESIGNED BY: PROJECT: SET REV. NO. 3 1 ADDED WIRE SUPPORTED SILT FENCE DETAIL; REMOVED GRAVEL RU 8-21-15 CURB INLET SEDIMENT FILTER DETAIL; ADDED ITH of Pr JDB WESTMINSTER -CANTERBURY 1 ENGINEERS FINAL SITE PLAN AMENDMENT 3 RIGHT OF WAY DIVERSION DETAIL,_' SURVEYORS DRAWN REG ALBEMARLE COUNTY, VA DRAWING NUMBER: E PLANNERS TITLE. No. 122 a, DIHR BY: EROSION AND SEDIMENT CONTROL DETAILS C-21 N '�o - �. is �w ASSOCIATES HFW ,� � LyncPO Box 4119 hburg, VA 24502 3 40 Avernoe, Sq Square SHEET NUMBER: VA WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: `sIONAL Phone: 434.316.6080 Phone: 434.984.2700 501104C_ENS4.dw CML H: AS SHOWN www. wwasscxates. nic t 215011.04 9 V. NIA 7/15/15 21 of 24 NO. SHEET REVISION BY DATE NO. SHEET REVISION BY DATE .=C: